ARMY TM 5-809-6
AIR FORCE AFM 88-3, CHAP. 6
TECHNICAL MANUAL
STRUCTURAL DESIGN CRITERIA
FOR STRUCTURES OTHER THAN
BUILDINGS
APPROVED FOR PUBLIC RELEASE; DISTRIBUTION IS UNLIMITED
DEPARTMENTS OF THE ARMY, AND THE AIR FORCE
DECEMBER 1991
REPRODUCTION AUTHORIZATION/RESTRICTIONS
This manual has been prepared by or for the Government and, except to the extent
indicated below, is public property and not subject to copyright.
Copyrighted material include din the manual has been used with the knowledge and
permission of the proprietors and is acknowledged as such at point of use. Anyone
wishing to make further use of any copyrighted material, by itself and apart from this text,
should seek necessary permission directly from the proprietors.
Reprint or republications of this manual should include a credit substantially as follows:
"Joint Departments of the Army and the Air Force, Technical Manual 5-809-6/AFM 88-3,
Chapter 6, Structural Design Criteria for Other Than Buildings, 6 December 1991."
If the reprint of publication includes copyrighted material, the credit should also state:
“Anyone wishing to make further us of copyrighted material, by itself and apart from this text,
should seek necessary permission directly from the proprietor.”
*TM 5-809-6/AFM 88-3, Chap. 6
TECHNICAL MANUAL
No. 5-809-6
AIR FORCE MANUAL
No. 88-3, Chapter 6
HEADQUARTERS
DEPARTMENTS OF THE ARMY
AND THE AIR FORCE
Washington, DC 6 December 1991
This publication contains copyrighted material
STRUCTURAL DESIGN CRITERIA
FOR STRUCTURES OTHER THAN BUILDINGS
Paragraph
Page
CHAPTER 1. GENERAL
Purpose . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Scope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
References . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Special designs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Overseas construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Basic design reference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
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CHAPTER 2. MATERIALS AND CRITERIA
Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2-1
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CHAPTER 3. TRANSPORTATION STRUCTURES
Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Tunnels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Docks and harbors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Pipelines and supports . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
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3-3
3-4
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CHAPTER 4. SITE STRUCTURES
Drainage structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Earth related structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Other site structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
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CHAPTER 5. STRUCTURES FOR BULK MATERIALS
General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
For granular materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
For liquid materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
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CHAPTER 6. WATER RELATED STRUCTURES EXCEPT STORAGE TANKS
General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Intake and discharge structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Water transmission lines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Water and wastewater treatment structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Underground structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
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CHAPTER 7. MECHANICAL SYSTEM STRUCTURES
General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Equipment supports and enclosures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Utility tunnels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Pipe supports . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Gas and air conveyances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
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CHAPTER 8. ELECTRICAL AND COMMUNICATION STRUCTURES
General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Transmission towers and poles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Substation structures and equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Antenna towers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Underground structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
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CHAPTER 9. SPECIALTY STRUCTURES
General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Blast-resistant construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Corrosion-resistant structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
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APPROVED FOR PUBLIC RELEASE; DISTRIBUTION IS UNLIMITED
______________
* This manual supersedes TM 5-809-6, dated 16 January 1984 and AFM 88-3, Chapter 6, dated 14 May 1982
i
TM 5-809-6/AFM 88-3, Chap. 6
Other structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Load-tested designs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Miscellaneous structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
APPENDIX A. REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Paragraph
Page
9-4
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A-1
LIST OF TABLES
Table 2-1.
7-1.
ii
Concrete strengths . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Steel stack allowable stresses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
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TM 5-809-6/AFM 88-3, Chap. 6
CHAPTER 1
GENERAL
1-1. Purpose
This manual establishes structural design criteria for structures other than buildings, furnishes design guidance for
various types of structures, and identifies special considerations with regard to certain materials in specific
applications.
1-2. Scope
Structures other than buildings which are covered by this
manual include the following: bridges; dock and harbor
facilities; drainage structures; bulk material structures; water
and wastewater structures; and mechanical, electrical, and
communication structures. Types of structures not covered
include dams and pavements for which guidance can be
found in other manuals. These criteria apply to all groups
and agencies responsible for the design of military facilities.
1-3. References
Appendix A contains a list of references used in this document.
1-4. Special designs
Prior approval for special designs will be obtained from the
appropriate headquarters (HQUSACE (CEMP-ET) WASH,
DC 20314-1000 for Army projects; and HO, USAF/CECE,
Boiling AFB, WASH, DC 20332-5000 for Air Force
projects). The request for approval will contain a complete
statement of the reasons for using such a system, including
competitive costs, proposed special criteria and controls as
applicable, performance history or tests (if available), the use
of a recognized structural consultant for the design of the
unusual structures, and other pertinent data. The approval
will apply to the specific project for which the special design
use was requested and will not apply to other projects
involving a similar application.
1-5. Overseas construction
Where local material of grades other than those referenced
herein are to be used, working stresses, yield strengths, and
details of construction will be modified as necessary to
reliably represent the performance of the local material.
Local material will be of equivalent or better grade than
comparable materials referenced herein.
1-6. Stability
Unless noted otherwise, stability relates to sliding, overturning, buoyancy, and other sources of gross displacement
and not to stability as related to buckling. Except for
foundation elements, a structure or any of its elements will
be designed to provide a minimum safety factor of 2.0
against failure by sliding, overturning, or uplift. This
required degree of stability will be provided solely by the
dead load plus any permanent anchorage. When load
combinations are specified in the design standards to
maximize potential uplift, the specified load factor on dead
load is less than 1.0 (usually + 0.9), and this load factor will
be used for stability calculations.
1-7. Basic design reference
TM 5-809-2/AFM 88-3, Chapter 2 will be the basic reference for design of structures other than buildings.
1-1
TM 5-809-6/AFM 88-3, Chap. 6
CHAPTER 2
MATERIAL AND CRITERIA
2-1. Materials
a. General. Although this chapter covers only certain
materials and special considerations for those materials when
used in particular applications, the category of structures
“other than buildings” includes possible applications for
virtually any material type. In general, requirements for
materials used in structures other than buildings will be in
accordance with paragraph 2-2a unless prior approval is
obtained from the appropriate headquarters. In addition,
consideration will be given to fire protection requirements
regarding material selection as set forth in MIL-HDBK1008A.
b. Concrete. Concrete properties will be selected to suit
the expected conditions. Type H (modified) or Type V
(sulfate resisting cement) will be used for concrete exposed
to salt water or similar environments. For further discussion
of considerations in selecting appropriate composition and
properties for concrete, see Portland Cement Association
(PCA) EB00lT. Concrete strengths for structures other than
buildings will be in accordance with table 2-1. Concrete
cover for protection of reinforcing will be increased when the
structure is exposed to salt water or other corrosive
conditions unless other means are employed to protect
reinforcing from corrosion.
Table 2-1. Concrete Strengths
Usage
Minimum Strength
Mass concrete not exposed to atmospheric conditions or other deteriorating agents
where mass rather than strength is the principal considerations.
2000 psi
Drainage and utility structures.
3000 psi
Structures to contain noncorrosive
fluids (tanks and reservoirs).
3000 to
4000 psi
Waterfront structures on fresh water.
4000 psi
Reinforced concrete structures over seawater which are sufficiently elevated so that
they are not ordinarily wetted by salt water.
4000 psi
Mass concrete exposed to seawater from 3 feet below low water to 3 feet above high
water or above normal wave action.
4000 psi
Reinforced concrete decks of waterfront structures where the underside is frequently
wetted by salt water.
4000 to
5000 psi
c. Fiber-reinforced concrete. Concrete and cementitious
mortar can be reinforced with alkali-resistant, chopped-glass
fibers, short steel fibers, or various organic plastic fibers to
obtain enhanced strength, ductility, and toughness when
compared to plan concrete and mortar. Fiber-reinforced
concrete will be used only if approved by the appropriate
headquarters. Design guidance and typical material
properties can be found in American Concrete Institute
(ACI) 544.1R, 544.2R, 544.3R, 544.4R, SP-81, and SP105 and in Precast/Prestressed Concrete Institute (PCI)
MNL-128.
d. Steel materials. Structural steel materials for typical
applications will conform to American Society for Testing
and Materials (ASTM) A 36, A 53, A 500, and A 572.
(1) Corrosion-resistant steel. Use of corrosion-resistant steel will be in accordance with the following. Steel
conforming to ASTM A 690 wilibe used asset forth in MILHDBK-1025/6. Use of corrosion-resistant steel conforming
to ASTM A 242 or A 588 is restricted. This type of steel
will not be used in areas where the atmosphere contains salt
spray and will not be used in a seawater environment. It
offers no benefit, and ASTM A 36 material is a better
choice. This type of steel will not be used in buried
structures unless coated nor will it be used in locations where
rust staining of the supporting elements is objectionable.
(2) Stainless steel. Use of stainless steel conforming to
ASTM A 666, Types 306 or 316 is restricted. This material
will not be used in salt spray zones, in buried applications,
2-1
TM 5-809-6/AFM 88-3, Chap. 6
or in an aqueous environment where contact with oxygen is
precluded. (In such situations, e.g., under washers,
accelerated corrosion will occur.)
(3) Climatic and temperature considerations. Special
requirements will be considered for applications in severe
cold (minimum toughness) or elevated temperatures (reduced
yield and tensile strength) as set forth in paragraph 2-2a.
(4) Abrasive wear. Additional thickness will be
provided in locations subject to abrasive wear, and use of
replaceable wear plates for severe conditions will be considered.
e. Timber materials. Design requirements for timber
materials will be in accordance with paragraph 2-2a.
f. Aluminum materials. Design requirements for
aluminum materials will be in accordance with paragraph 22a.
g. Composite construction. Composite construction includes construction such as cast-in-place concrete bonded or
connected to precast members, cast-in-place concrete bonded
or connected to structural timber, sandwich panels having
relatively stiff and strong facings bonded to lightweight cores
of lesser strength, such as concrete over rigid insulation, etc.
Composite construction has applicability to certain types of
structures as covered in MIL-HDBK-1002/6. Composite
construction also includes cast-in-place concrete used in
conjunction with structural steel or metal decking. Design
guidance for these types of composite construction is given
in MIL-HDBK-1002/3. Applicable references for composite
construction are ACI 318, Chapter 17; PCI MNL-120 and
PCI MNL-126; American Association of State Highway and
Transportation Officials (AASHTO) Standard Specifications
for Highway Bridges; National Forest Products Association
National Design Specification for Wood Construction
(timber portion) and ACI 318 (concrete portion); and
American Institute of Timber Construction (AITC) Timber
Design Handbook (2nd Edition, 1974, covers past practice
— not covered in current edition). The combined action of
flexible and rigid shear connectors will not be considered as
providing simultaneous shear transfer. Rigid connectors
include roughened and adhered surfaces and structural
shapes. Flexible connectors include items such as bolts,
stirrups, dowel bars, and ties.
h. Composites and structural plastics. Composites and
structural plastics have limited applicability to military
construction and then only to selected specialty structures.
Composites and structural plastics will be used only when
approved by the appropriate headquarters. Among the
concerns associated with structural plastics are fire resistance
characteristics and properties which generally do not
conform to military fire protection criteria. Precautions will
be observed when using composites and structural plastics
in recognition of their unfavorable fire resistance properties.
2-2
2-2. Criteria
a. General. For a general discussion of considerations
such as material selection, service life, etc., which are
applicable to all structures, refer to TM 5-809-2/AFM 88-3,
Chapter 2.
b. Design loads. Design loads will be determined and
established in accordance with TM 5-809-1/AFM 88-3,
Chapter 1, or MIL-HDBK-1002/2 except where provided
otherwise by this manual or other established standard
applicable to the type of structure under consideration.
Seismic loading will be in accordance with TM 5-80910/NAVFAC P-355/AFM 88-3, Chapter 13. Loadings not
covered by the criteria in this manual will be obtained from
available technical literature, manufacturer*s brochures, or
will be carefully formulated. In case of any conflict between
criteria and available data, the most current acceptable data
or practice will be used. Particular attention will be given to
wind, seismic, dynamic, and fatigue loads on cablesupported structures and other similar force-oscillating
structures.
c. Design stresses. Allowable stresses or load factors
applicable to the various materials which may be used will
conform to TM 5-809-2/AFM 88-3, Chapter 2, unless
indicated otherwise by paragraph 2-2d.
d. Design requirements. Designs will conform to the
general concepts and practices of the proper design
specification listed in this manual. Where the design of a
particular structure or of a special case is not covered, the
design approach and technical formulas will be based on
available technical literature or will be carefully formulated.
Wherever possible, standard, easy-to-get materials will be
specified. New materials, units, and systems of a progressive
nature or creative design concepts that are economically and
structurally sound may be considered. In all cases, the design
method, structural framing system, and materials will be the
most economical, effective, and efficient from the
standpoints of the structure*s initial and maintenance costs
and its design life. If there are conflicts among the criteria
given in this manual for a specific type of structure, the most
conservative design method will be used. This will not
preclude, however, the use of new codes or specifications
which, although less conservative, are considered acceptable
for military construction.
e. Design details.
(1) Drainage. A proper drainage system will be
provided for the following conditions or locations:
(a) All structural surfaces exposed to weather will be
sloped to drain.
(b) Intersecting surfaces forming valleys or pockets
that may retain water will be arranged to provide drainage.
(c) Structural steel and wood members will be
designed so they will not retain moisture or, when in pairs or
multiples, so water or moisture will not be held between
members.
TM 5-809-6/AFM 88-3, Chap. 6
(d) Structural items like expansion plates, rocker
joints, and surfaces intended to permit movement will be
designed so they are protected against direct contact with
water or condensation and will be detailed to readily drain
water.
(e) Surfaces and members will be designed so water
will drain from points where steel contacts or enters into
masonry or concrete.
(2) Exposed conditions.
(a) Wherever possible, contact between masonry and
wood or metal in exposed conditions will be prevented.
Usually, the best way to drain masonry is to put weep holes
where they will not adversely affect member strength.
(b) Where exposed and uncoated steel structures are
used, an increased thickness of at least 1116 inch for
corrosion allowance will be used over the computed
thickness required. No corrosion allowance for corrosionresistant or weathering steel is required.
(c) Exposed concrete structures will have enough
protective concrete cover to protect the reinforcement. The
concrete mixture will be of maximum density and minimum
shrinkage, especially with regard to longtune shrinkage and
expansion which may be caused by alternate wetting and
drying. For bridges or structures exposed to corrosive
chemicals or deicing salt, epoxy coated reinforcing bar, a
densely mixed overlay, or both will be provided to prevent
corrosion of reinforcing steel. Specific guidance should be
obtained from local or state highway department officials.
Bridge decks subject to repeated applications of deicing salt
will require more than additional concrete cover for
reinforcing. Epoxy coated reinforcing bars and densely mixed
concrete overlays are considered the most effective methods
and are approved by the Federal Highway Administration.
(d) Vertical expansion and contraction joints for
reinforced concrete retaining walls and similar structures will
be spaced sufficiently close to reduce or eliminate wall
cracking due to shrinkage and expansion.
(e) In coastal areas, continuous concrete or masonry
foundation walls or grade beams will be extended 24 inches
above grade for wood or steel exterior walls so the junction
will be above the splash zone.
(3) Buried or semi-buried structures. Structures of this
type will be designed to resist buoyant forces caused by the
presence of water. The safety factor will be at least 1.5 at
maximum water table using the dead weight of the structure
without contents plus the weight of earth cover directly over
the tank. A safety factor of 1.1 may be used when the
maximum water table or the maximum flood level is at or
above the top of the structure. Designers will consider the
possible hydrostatic uplift at various stages of construction.
2-3
TM 5-809-6/AFM 88-3, Chap. 6
CHAPTER 3
TRANSPORTATION STRUCTURES
3-1. Bridges
a. Highway. Design of highway bridges will be in accordance with the AASHTO Standard Specifications for
Highway Bridges and American Institute of Steel Construction (AISC) Highway Structures Design Handbook.
Loading for military vehicles will be in accordance with TM
5-312 and FM 5-36.
b. Railroad. Design of railroad bridges will be in accordance with the American Railway Engineering Association (AREA) Manual for Railway Engineering.
c. Pedestrian. Design of pedestrian bridges will consider
a minimum live load of 85 psf and possible loads by
maintenance vehicles as set forth in the AASHTO standard
specifications. Such loads will be considered in conjunction
with wind, snow, and other loads to which the structure may
be subjected.
d. Other. Bridges for other specialized applications, such
as pipeline supports, transit systems, etc., will meet
requirements unique to such applications for the service
involved and the materials used. For example, bridges
constructed of aluminum will be designed in accordance with
the Aluminum Association Specifications for Aluminum
Structures using allowable stresses for bridges and similar
type structures. For additional guidelines for concrete bridge
structures, see ACI 343R.
3-2. Tunnels
Analysis and design for tunneling and tunnel structures will
be based on the information and references provided in
NAVFAC DM-7.3 and American Society of Civil Engineers
(ASCE) 402. Structural strength and stability will be
considered, as well as the need for ventilation and other
services.
3-3. Docks and harbors
a. Design. Design of docks and harbors will, in general,
be in accordance with the MIL-HDBK- 1025 series which
addresses waterfront operational facilities. Additional
guidance may also be found in the NAVFAC DM-26 series
and the Coastal Engineering Research Center (CERC) Shore
Protection Manual, Volumes I through m. Specific
requirements applicable to particular types of dock and
harbor structures will be established from references specially suited to those types of structures such as MILHDBK-1025/3 and MIL-HDBK-1025/5. Particular
consideration will be given to corrosion-resistant design in
seawater environments. For guidance in this regard, refer to
MIL-HDBK-1025/6. Wave forces on vertical walls, piles,
and other exposed structures will be determined in
accordance with the CERC Shore Protection Manual. Site
wave studies will be performed to determine the effect of
wave action on structures.
b. Piers and wharves.
(1) Main structure. Design of main pier or wharf
structures will consider conditions of exposure and loadings
applicable to the location and service for which the structure
is intended. A discussion of appropriate design loads can be
found in MIL-HDBK-1025/1. Design loads will include
considerations of vertical live load, berthing forces, mooring
loads, wave loadings, ice forces, as well as seismic and other
forces as appropriate.
(2) Dolphins. Dolphins will be designed as described
in the MIL-HDBK-1025 series and will be provided where
required to resist ship berthing, mooring, and/or turning
forces. Guidance regarding the determination of berthing,
mooring, and turning forces is also provided in the MILHDBK-1025 series.
(3) Fendering. Fender systems will be designed to
protect the pier or wharf structure, as well as the berthing
vessel itself, from forces which can result from the impact of
the vessel against the structure. Design of fender systems
will be in accordance with MIL-HDBK-1025/1 for vessel
sizes appropriate for the structure and for the recommended
approach velocity and angle.
c. Offshore platforms. Offshore platforms will be
designed considering requirements and loadings set forth in
the MIL-HDBK-1025 series and the CERC Shore Protection
Manual and will be designed in conformance with applicable
portions of the American Petroleum Institute (API) RP 2A.
For additional design guidance, see ACI 357R, 357.1R, and
357.2R.
d. Offshore POL unloading facilities. Design of
offshore POL unloading systems will be in accordance with
NAVFAC DM-22. Wave studies will be made for the design
of the mooring system and platforms. Submarine pipelines
will be properly designed and anchored against undersea
current and underwater tow.
3-4. Pipelines and supports
Design requirements for pipelines and their supports will
depend on the nature of the material being transported and
the materials used for construction. Among the standards
which should be consulted when undertaking design of
pipeline systems are the following:
a. American Society of Mechanical Engineers (ASME)
B31.8.
b. American Petroleum Institute (API) Standard 1104
and Recommended Practices 1102 and 1110.
3-1
TM 5-809-6/AFM 88-3, Chap. 6
c. American Society of Civil Engineers (ASCE) Publications 368, 418, and 428.
d. American Water Works Association (AWWA) Publications M9 and M11.
3-2
e. American Concrete Institute (ACI) 346 and 346R.
When necessary, reference may be made to appropriate
publications of specialty associations such as the American
Concrete Pipe Association (ACPA) and the American
Concrete Pressure Pipe Association (ACPPA).
TM 5-809-6/AFM 88-3, Chap. 6
CHAPTER 4
SITE STRUCTURES
4-1. Drainage structures
a. Box culverts. Concrete box culverts will be designed
for loadings defined in the AASHTO Standard Specifications
for Highway Bridges in accordance with design requirements
presented therein. Consideration will also be given to
requirements set forth in ASTM C 789 and C 850 as
applicable. Box culverts, if constructed of other materials,
will be designed in accordance with the generally recognized
codes and standards applicable to such materials.
b. Manholes and inlets. Manholes and inlets will be
designed to resist earth, water, temperature, and other loads
to which they will be subjected. Structural design of concrete
structures will be in accordance with ACI 318. Design of
other types of manhole construction will be in accordance
with applicable codes covering that type of construction.
Additional guidance for watertight construction and load
distribution coefficients for these types of structures may be
found in PCA IS003.02D and IS072.0lD. Special
consideration will be given to the effect of roof and wall
openings, and proper allowance will be made for differential
movement due to settlement, thermal expansion, etc.,
between manholes and interconnecting elements. To the
extent practical, precast components for manhole
construction will be used. Precast components will be
furnished in accordance with ASTM C 478.
c. Miscellaneous drainage structures. Corrugated culvert pipes will be designed in accordance with American Iron
and Steel Institute (AISI) SG-861. Concrete culvert pipe will
be reinforced and furnished in accordance with ASTM C 76.
Required three edge bearing strength will be determined in
consideration of class of bedding and applicable load factor
as set forth in Foundation Engineering by Leonards.
Corrugated aluminum culvert pipe will be furnished in
accordance with ASTM B 745. Other materials will be
considered subject to acceptance by the appropriate
headquarters provided any special requirements such as
bedding, etc., are met.
d. Sewers. Criteria for structural design of the various
components of sewer systems will be established from
information presented in Water Pollution Control Federation
(WPCF) MOP9CTG, TM 5-814-1/AFM 88-11, Volume 1,
and TM 5-814-2/AFM 88-11, Volume 2.
4-2. Earth related structures
a. General. NAVFAC DM-7.1, DM-7.2, and DM-73
will be the basic references for design of earth related
structures. Additional references including MIL-HDBK1025/4, the Structural Engineering Handbook by Gaylord &
Gaylord, Foundation Analysis and Design by Bowles,
Principles of Foundation Engineering by Das, as well as
publications by the manufacturers of proprietary products
and systems will be consulted as necessary.
b. Retaining structures. Retaining structures can be
classified with respect to the manner in which forces are
transmitted to the surrounding soil as either gravity, cantilever, or anchored types. Though numerous variations exist
within each general type, only a few are identified in the
following discussions.
(1) Gravity structures. Gravity structures are those
which rely solely on their own weight to maintain stability.
Among the types of construction which act as gravity
structures are concrete gravity blocks, bin or cellular cofferdams, crib walls, bin walls, gabions, and reinforced earth
type structures.
(2) Cantilever structures. Cantilever structures are
those which interact with the surrounding earth through
flexural bending in such a way that a portion of the earth
mass is brought into play in resisting the forces imposed on
the structure. Among the types of construction which act as
cantilever structures are reinforced concrete “tee” walls,
counterfort or buttress walls, cantilevered concrete or steel
sheet piles, overlapping drilled piers, and reinforced concrete
slurry walls.
(3) Anchored bulkheads. Anchored bulkhead type
structures are structures which typically employ a flexural
“wall” type element to retain the earth and an anchor system
connected near the top of the wall to reduce the magnitude of
the reactions at the base of the wall. Typical anchored
bulkhead type structures are anchored bulkhead waterfront
structures, soldier beam and lagging systems, braced walls,
and slurry walls when anchored near their top. Depending on
the characteristics of the earth materials, the stiffness of the
wall, etc., the base of the wall of such structures may be
considered to be rotationally fixed to some degree which
results in a reduction in the required flexural strength for the
wall. There are also a number of options available regarding
the type of anchor structure which can be used including
anchor wall, batter pile system, earth or rock anchors, etc.
c. Shore protection structures. Shore protection structures will be designed as described in the CERC Shore
Protection Manual, Volumes I through III. Additional
information available from manufacturers of specialized
shore protection products, e.g., revetment mattresses, interlocking articulated blocks, etc., will be considered where
the use of such systems is warranted. Care will be taken in
selection of material for such systems and regard given to the
possibility of reduced service life when artificial materials
are used.
4-1
TM 5-809-6/AFM 88-3, Chap. 6
4-3. Other site structures
a. Canopies and shelters.
(1) Open canopies. Open canopies include unenclosed
roofed areas and one-, two-, and three-sided enclosures.
Design of such structures will be based on the specialized
loading considerations set forth in TM 5-809-1/AFM 88-3,
Chapter 1 or MIL-HDBK-1002/2 and American National
Standards Institute (ANSI) A58.1.
(2) Mobile. Mobile canopies and shelters will be
designed for the loads which would otherwise apply to
stationary structures of that type with additional provisions
4-2
regarding impact factors appropriate for the speed at which
the structures are to be moved. Additional consideration will
be given to possible load increases which can result from
irregularities in alignment of the support system over which
the structures will be moved, e.g., enforced displacements or
variable support conditions.
b. Light poles, flag poles, and sign supports. Design of
light poles, flag poles, and sign supports will be in accordance with the special provisions for such structures set forth
in ANSI A58.1.
TM 5-809-6/AFM 88-3, Chap. 6
CHAPTER 5
STRUCTURES FOR BULK MATERIALS
5-1. General
Design of structures for bulk materials will include consideration of the special characteristics of the material being
handled or stored. Design values for material density,
maximum conveyor slopes, etc., will be carefully determined,
and consideration will be given to the need for special
structural construction or supports to assure the smooth flow
of materials into or out of the tanks or bins used for bulk
storage.
5-2. For granular materials
a. Silos, bins, and bunkers. Design of these types of
structures, if constructed from steel or other metal, will be in
accordance with procedures presented in Design of Welded
Structures by Blodgett and the Structural Engineering
Handbook by Gaylord & Gaylord. If constructed of concrete,
design of these types of structures will be in accordance with
ACI 313, Handbook of Concrete Engineering by Fintel, and
Silos: Theory & Practice by Reimbert & Reimbert.
b. Conveyor system supports. Design of conveyor
system supports will be in accordance with relevant
publications of the Conveyor Equipment Manufacturers
Association (CEMA) such as Belt Conveyors for Bulk
Materials and cited references. Design loads will be
determined from ANSI A58.1 where applicable and as
furnished by the conveyor system manufacturer. The design
agency will verify that appropriate impact factors have been
included in loads provided by the conveyor system
manufacturer.
5-3. For liquid materials
a. General. Structures associated with the storage and
handling of bulk liquid materials will be designed in accordance with the codes and standards applicable to the type
of material being handled. Earthquake loads will be in
accordance with TM 5-809-10/NAVFAC P-355/AFM 88-3,
Chapter 13. Among the codes and standards applicable to
the design of structures for bulk liquid materials are AWWA
D100, AWWA D103, AWWA D110, AWWA D120, API
650, and the Structural Engineering Handbook by Gaylord
& Gaylord.
b. Materials. Selection of materials of construction for
tanks in which liquids are to be stored will consider the
environmental conditions to which the tank will be exposed
as well as the properties of the liquid being stored. In
general, inherently corrosion-resistant materials should be
selected for buried tanks although steel tanks will be
acceptable if properly protected against corrosion. See Steel
Tank Institute (STI) sti-P3 Specification and Manual for
External Corrosion Protection of Underground Steel Storage
Tanks for guidance in protecting this type of tank.
c. Tanks. Design of structural systems for tanks will
include the necessary interfaces between the supporting
structure or base and the tank itself. For that reason, it is
important that the agency designing the support structure be
familiar with the specifications applicable to the tank.
(1) References. The following are amoung the references applicable to structural design fot tanks in addition to
those indicated above:
(a) Department of the Navy NAVFAC DM-22.
(b) American Petroleum Institute (API) Publications
1615 and 1632 and Standard 2000.
(c) American Iron and Steel Institute (AISI) Steel
Tanks for Liquid Storage.
(d) Steel Tank Institute (STI) Dual Wall Underground Steel Storage Tanks, Recommended Practice for
Optional Interior Corrosion Control System for Steel Tanks,
and Guideline for Underground Piping for Fuel Storage
Tanks.
(e) Portland Cement Association (PCA) IS003.02D
and 15072.1D.
(f) American Concrete Institute (A CI) 344R, 344RT, 344R-W, and 35O R.
(g) Precast/Prestressed Concrete Institute (PCI) JR334.
(2) Additional considerations. Additional considerations apply to tank design depending on the type of tank and
other factors as discussed in the following.
(a) Elevated tanks. Design of elevated tanks will
include consideration of lateral loads due to earthquake as
set forth in TM 5-809-10/NAVFAC P-355/AFM 88-3,
Chapter 13. For individual leg foundations, the weight of the
foundation alone (not considering weight of the earth cover)
will provide a minimum safety factor of 1.2 against uplift,
overturning, and sliding.
(b) Ground-level tanks. The provisions of NAVFAC
DM-7.2 will apply to the design of foundations for ground
level tanks. Although ring beams are required only for tank
foundations in seismic zones 3 or 4, this type of construction
or comparable provisions necessary to prevent frost heave
will be made in all areas. Consideration will be given to the
need for and alternate means of accomplishing corrosion
protection of the underside of the tank floor plates.
(3) Below-grade. Design of below-grade or buried
tanks will consider the potential bouyancy of the tank, and a
suitable ballast slab or other anchoring system will be
provided to assure that the tank will not float when the dead
weight of the empty tank and soil cover directly over the tank
are insufficient to prevent flotation. Dual walled tanks will
be used consistent with requirements of the Environmental
5-1
TM 5-809-6/AFM 88-3, Chap. 6
Protection Agency and local agencies who would have
jurisdiction for privately developed projects.
(a) Earth cover. Earth cover will be provided over
the top of tanks in accordance with frost penetration
requirements (considering concrete distribution slab
thickness) but will be not less than 2 feet 6 inches.
(b) Backfill material. Backfill for underground tanks
will include a &inch course of inert sand or fine gravel
placed against exposed exterior surfaces.
(4) Concrete tanks and reservoirs. Tanks and reservoirs designed to contain fresh water and other nondeteriorating substances will have a clear cover over the
reinforcement of not less than 1-1/2 inches for slabs and 2
inches for beams and girders or shall be constructed using
conventional depth of cover but with surface sealants or
coated reinforcing or both. A minimum temperature differential of 40 degrees F will be assumed to exist between
inside and outside faces of tank walls.
(a) Reinforced concrete tanks. Design of reinforced
concrete tanks will be in accordance with PCA 15003.02D
5-2
and 15072.01D. Other acceptable standard design methods
or concepts may also be used.
(b) Prestressed concrete tanks. Design of prestressed
concrete tanks will be in accordance with ACT 344R. Other
current acceptable methods may also be used.
(5) Petroleum, oil and lubricant (POL) tanks and
facilities. Design of POL tanks will be in accordance with
API 650.
(6) Water storage tanks. Design of water storage tanks
will be in accordance with applicable American Water
Works Association publications but subject to specific
design restrictions as set forth above.
(7) Tanks for other than oil or water. The basis for
design of steel tanks will be API 650, but special considerations related to the product stored in the tank must be
accounted for. Steel tanks to store liquefied gases at or near
atmospheric pressures will be designed in accordance with
API 620. Storage of corrosive solutions and the effects of
temperature in conjunction with corrosive solutions will be
considerations in selecting tank materials.
TM 5-809-6/AFM 88-3, Chap. 6
CHAPTER 6
WATER RELATED STRUCTURES EXCEPT STORAGE TANKS
6-1. General
Design of water related structures will comply with the need
to maintain watertight and durable construction. In this
interest, design of concrete structures will be in accordance
with the recommendations of ACI 350R. Where appropriate,
water related concrete structures will be designed as
hydraulic structures. Additional design guidance will be
obtained from applicable design agency reference documents
and the Handbook of Concrete Engineering by Fintel.
6-2. Intake and discharge structures
Intake and discharge structures, such as for power plants and
pumping stations, will be designed to sustain wave forces,
hydrostatic pressures, earth pressures, surcharges, and other
superimposed loads. Trash racks and screens will be
provided. The amount of trash, debris, or seaweed expected
to accumulate in intake structures will be the primary
consideration in deciding whether or not a continuously
cleaning mechanical traveling screen will be used. Design
will consider the maximum permissible differential head
across the trash rack or screening device.
6-3. Water transmission lines
Design of water transmission lines will include consideration
of items such as maintaining watertightness, avoiding
erosive velocities, and providing gradual transitions in crosssection and alignment. Structures will be designed to carry
the weight of the aqueduct or pipeline with fluid and to resist
loads due to wind, snow, and seismic activity. Reaction
blocking will be designed and provided where necessary to
resist forces due to pressure, thrust, impact, water hammer,
etc. The structural design will be coordinated with the
selection of pipeline materials and layout to assure that
proper allowance has been made for these forces as well as
expansion movements, etc.
6-4. Water and wastewater treatment facilities
a. General. Design of water supply facilities will be in
accordance with TM 5-813-1/AFM 88-10, Volume 1; TM
5-813-4/AFM 88-10, Volume 4; and ASCE Water Treatment Plant Design. Design of wastewater treatment facilities
will be in accordance with TM 5-814-3/AFM 88-11,
Volume 3 and WPCF MOP8CTG.
b. Basins and similar construction. Structures such as
primary settling basins, clear wells, sedimentation tanks,
Imhoff tanks, filters, sludge digesters, and similar structures
will be designed in accordance with concepts set forth in
earlier paragraphs under the discussion of structures for bulk
liquid materials and TM 5-814-3/AFM 88-11, Volume 3.
Pipeline support structures, sluice gates, equipment
foundations, and other miscellaneous structures will be
designed in accordance with criteria given elsewhere in this
manual and current standard practices. Manufacturer*s
recommended designs may also be considered.
6-5. Underground structures
Design of underground structures associated with water
related facilities, e.g., manholes, pits, etc., will comply with
criteria for manholes and inlets in paragraph 4-1. Paved
inverts and similar details will be provided as required for
the particular system being incorporated. Applicable portions of ASTM C 32, C 857, and C 858 will also be considered.
6-1
TM 5-809-6/AFM 88-3, Chap. 6
CHAPTER 7
MECHANICAL SYSTEM STRUCTURES
7-1. General
Design of support features for mechanical systems such as
heating, ventilating, and air-conditioning (HVAC) systems
(including items such as foundations, support frames, braces,
and other items) will be in accordance with current practice,
sound engineering principles, and manufacturer*s
recommendations as appropriate. The minimum safety factor
for stability against overturning and for resistance against
sliding will be as set forth in paragraph 1-6. For design of
structures associated with power plants, see applicable
portions of TM 5-811-6. Design of mechanical support
systems for seismic restraint is covered in TM 5-80910/NAVFAC P-355/AFM 88-3, Chapter 13.
7-2. Equipment supports and enclosures
a. Static. Design of supports and enclosures for static
equipment will consider the maximum weight and eccentricity of the equipment as well as the required clearance
for access to and maintenance of the equipment. Lateral
supports and bracing will be provided as necessary to
maintain the stability of the equipment under lateral loading,
particularly seismic.
b. Rotating or vibrating. Design of supports and
enclosures for vibrating or rotating machinery will consider
the need for isolation pads, isolation joints, and damping
devices either alone or in combination. Care will be taken to
assure that the natural frequency of supports is sufficiently
offset from the operating frequency of the equipment so that
there is no danger of objectionable or damaging resonant
vibration. Whenever practical, supports for rotating or
vibrating equipment will be physically isolated from the
adjacent structure to prevent the transmission of vibration
into occupied areas. NAVFAC DM-7.3 and Design of
Structures and Foundations for Vibrating Machines by Arya,
O*Neill, and Pincus are among the references which will be
consulted for further guidance on structural design for
vibrating equipment.
7-3. Utility tunnels
Utility tunnels will be provided for mechanical systems
where a number of systems follow the same general alignment. Design of utility tunnels and similar underground
structures will be in accordance with ASTM C 857 and
ASTM C 858 unless more stringent requirements are
imposed by the agency having jurisdiction.
7-4. Pipe supports
Pipe supports will be designed to resist the various forces to
which the piping system will be subjected. As a minimum,
all pipe supports will be designed to carry the weight of the
piping system plus water to account for hydrostatic testing.
Other forces including those due to wind, snow, seismic
activity, thermal expansion and contraction, thrust, impact,
etc., will be considered as appropriate for the details of the
system and materials being used. For systems conveying
materials at temperatures other than ambient, consideration
will be given to the effect of thermal expansion and
contraction on the support system. Where possible, the
flexibility of the support structure will be considered to avoid
the need for slide bearings or similar construction. In any
case, appropriate allowance will be made for movement and
restraint to conform with the assumptions made in the pipe
system flexibility analysis. In regions of potential seismic
activity, particular attention will be given to assure that
sufficient lateral support is provided.
7-5. Gas and air conveyances
Gas and air conveyances, particularly for hot gases, will be
designed to meet fire protection requirements including
National Fire Protection Association (NFPA) 211. Design of
supports for HVAC systems will comply with TM 5-8 101.
a. Large-scale ductwork. Large-scale ductwork refers to
ductwork typically associated with major supply air and hot
gas conveyances, e.g., between the various components of
large industrial or power generation boiler plants. Largescale ductwork may be of either circular or rectangular cross
section and is usually constructed of steel. Structural design
of large-scale ductwork will be in accordance with the
following Sheet Metal and Air Conditioning Contractors*
National Association (SMACNA) publications: Accepted
Industry Practice for Industrial Duct Construction,
Rectangular Industrial Duct Construction Standards, and
Round Industrial Duct Construction Standards. Design
considerations will include forces exerted on the duct system
such as those due to gas pressure, dead and live loads, wind
loads, snow loads, seismic loads, and loads due to thermal
expansion and contraction. In addition, the design will
consider the effects of elevated temperature which can reduce
the yield point and other mechanical properties of steel. The
layout of duct systems will include a sufficient, but minimum
number of expansion joints, adequate provisions for movement, and appropriate restraint at supports. For duct with
large, circular cross sections, structural design may be based
on methods described in the Structural Engineering
7-1
TM 5-809-6/AFM 88-3, Chap. 6
Handbook by Gaylord & Gaylord for circular steel stacks.
Components will be proportioned so that resonance due to
vortex shedding at low wind velocities is avoided. For duct
of rectangular cross section, structural design will be in
accordance with the AISI Design of Plate Structures, Design
of Welded Structures by Blodgett, and applicable portions of
the American Institute of Steel Construction (AISC)
Specification for Structural Steel Buildings Allowable Stress
Design and Plastic Design that relates to plate girders.
Design will include a determination of plate thickness
required to resist flexural loading, the size and spacing of
stiffeners, the size and location of internal bracing, and
additional plate thickness and features which may be
required if the duct is designed as a spanning box girder.
b. Stacks. In addition to maximum loadings, stacks will
be designed to resist the effects of vortex shedding or
fluttering caused by steady wind. Stack designs will consider
pressure differential stresses caused by virtue of the stack*s
conveying a gas of different specific gravity than atmospheric
conditions and to temperature differential stresses caused by
an uneven temperature distribution within the stack. See also
ASCE Design and Construction of Steel Chimney Liners.
(1) Reinforced concrete stacks. Reinforced concrete
stacks will be designed in accordance with ACI 307.
(2) Aluminum stacks. If constructed of aluminum,
design of stacks will follow similar design guidance and
general references given for design of steel stacks.
(3) Steel stacks.
(a) Design of steel stacks will be in accordance with
the AISC Specification for Structural Steel Buildings
Allowable Stress Design and Plastic Design; Structural
Engineering Handbook by Gaylord & Gaylord; SMACNA
Guide for Steel Stack Design and Construction; and ASME
STS-1. Allowable stresses will be in accordance with table
7-1. The allowable stress is for a design condition of dead
load combined with either seismic or wind loads.
(b) Shell thickness will be at least 1/4 inch for lined
stacks and 5/16 inch for unlined stacks. The computed shell
thickness will be increased by 1/16th inch to allow for
possible corrosion. The net section area (gross area minus
bolt hole areas) will be used to determine actual stresses.
Allowable stresses for parts other than the shell plate will be
in accordance with AISC Specification for Structural Steel
Buildings Allowable Stress Design and Plastic Design.
7-2
TM 5-809-6/AFM 88-3, Chap. 6
CHAPTER 8
ELECTRICAL AND COMMUNICATION STRUCTURES
8-1. General
Electrical and communication system structures will be
designed in accordance with TM 5-811-1/AFM 88-9, Chapter 1 and the following. In all cases, the Institute of Electrical
and Electronics Engineers (IEEE) National Electric Safety
Code (NESC) will be considered as establishing minimum
requirements for design of structures associated with electric
power systems. For aluminum towers and antennas, the onethird increase in allowable stresses under wind or seismic
loads permitted in the Aluminum Association Specifications
for Aluminum Structures will not be used. Design of
electrical support systems for seismic restraint is covered in
TM 5-809-10/NAVFAC P-355/AFM 88-3, Chapter 13.
8-2. Transmission towers and poles
Power transmission towers and pole structures will be
designed in accordance with the NESC (IEEE (22), and the
following ASCE publications: Manual 52, applicable technical papers in its Structural Division Journal (including
Design of Steel Transmission Pole Structures), and Guide for
the Design and Use of Concrete Poles. In case of conflicting
criteria, the most conservative method will be used.
8-3. Substation structures and equipment
Substation, switching station, and similar structures for
supporting electrical equipment will be constructed, where
possible, of manufacturer*s standard unit components. All
structures, however, must be strong enough to resist the
climatic design load requirements for the site. Where special
structure design is needed, design criteria will conform to the
National Electrical Manufacturers Association (NEMA) SG6. General layouts and configurations for electrical support
structures are given in TM 5-811-1/AFM 88-9, Chapter 1.
Equipment foundations will be designed in accordance with
current practices; the safety factor for stability against
overturning and for resistance against sliding will be as set
forth in paragraph 1-6.
8-4. Antenna towers
Antenna towers will be designed using applicable criteria
from the Electronic Industries Association (EIA) 222-D.
Design methods and stresses will be as appropriate for the
material used for the supporting structure.
8-5. Underground structures
Underground structures associated with electrical and
communication systems, e.g., manholes, handholes, pull
boxes, etc., will be designed according to the criteria for
manholes and inlets in paragraph 4-1. The need for water
resistance and provisions for drainage and sumps will be
examined, as well as cable bending radii and details of
required support systems, when establishing the layout and
dimensions of such structures. Design will also comply with
ASTM C 857 and C 858.
8-1
TM 5-809-6/AFM 88-3, Chap. 6
CHAPTER 9
SPECIALTY STRUCTURES
9-1. General
This chapter deals primarily with those types of specialty
structures which have potential application in military construction. Basic guidance regarding design of other types of
specialty structures which may have only limited applicability to military projects is also provided.
9-2. Blast-resistant construction
Design of structures to resist the effects of accidental
explosions will be in accordance with TM 5-1300/NAVFAC
P-397/AFM 88-22. The reference is mandatory for explosive
safety design. Design of structures to resist the effects of
conventional weapons will be in accordance with TM 5-8551, and design of facilities to resist the effects of nuclear
weapons will be in accordance with TM 5-858-1, TM 5858-2, TM 5-858-3, TM 5-858-4, TM 5-858-5 and TM 5858-8. The design of blast-resistant structures must consider
the transient loadings and dynamic response of the structure
that results from the specified design event. Blast-resistant
design is often required in conjunction with the construction
of weapons system facilities, both developmental and
operational, as well as for structures designed to resist the
effects of intentional attack.
9-3. Corrosion-resistant structures
Specialty structures are often required for use in extremely
corrosive areas such as in chemical processing plants,
plating rooms, demineralizing and water polishing areas, and
severe salt water environments. To attain the necessary
corrosion resistance, structures in such areas are frequently
fabricated from nonmetallic materials including fiberglass
reinforced plastic, etc. When used, manufacturer*s literature
regarding the selected nonmetallic material will be carefully
reviewed and closely followed during design of the structure.
For additional discussions regarding corrosion-resistant
structures and construction refer to TM 5-809-2/AFM 88-3,
Chapter 2; MIL-HDBK-1025/6; and NAVFAC DM-11.1.
9-4. Other structures
Other types of specialty structures include plate and shell
structures, major arenas and stadiums, orbital space structures, test stands, launch structures, carbon fiber composite
structures, etc. Design of structures of these types is highly
specialized and is beyond the scope of this manual. If
confronted with the need for structures such as these, the
agency providing the design will obtain relevant references
and identify the appropriate specialty consultants to assist in
the design.
9-5. Load-tested designs
In lieu of the design approach discussed above and when
consistent with budget and schedule, load-tested designs may
be considered. This approach can be applicable to certain
composite type structures or components such as those
involving adhesive bonded elements, cellular foam, and
newly developed materials. Toward that end, approved
research laboratories will perform load tests and submit a
full report including all test data for review. Minimum safety
factors will be 2.5 with respect to ultimate strength or 1.65
with respect to yield strength of the material or system.
Information describing any new load-tested materials or
systems determined necessary, advantageous, and
economical will be submitted for approval to appropriate
headquarters.
9-6. Miscellaneous structures
Miscellaneous structures are those not listed elsewhere in
this manual or not covered by a specific code or specification. Designs for these structures will be in accordance with
related design codes, sound engineering practice and
judgement, and relevant criteria based on the materials
involved and the predicted loading.
9-1
TM 5-809-6/AFM 88-3, Chap. 6
APPENDIX A
REFERENCES
Government Publications
Department of Defense
MIL-HDBK-1002/2 Loads.
MIL-HDBK-1002/3
MIL-HDBK-100216
MIL-HDBK-1008A
MIL-HDBK-1025/1
MIL-HDBK-1025/2
MIL-HDBK-1025/3
MIL-HDBK-1025/4
MIL-HDBK-1025/5
MIL-HDBK-1025/6
Structural Engineering Steel Structures.
Aluminum Structures, Composite Structures, Structural Plastics, and FiberReinforced Composites.
Fire Protection for Facilities, Engineering, Design, and Construction.
Piers and Wharves.
Dockside Utilities for Ship Service.
Cargo Handling Facilities.
Seawalls, Bulkheads, and Quaywalls.
Ferry Terminals and Small Craft.
General Criteria for Waterfront Construction.
Departments of the Army, the Navy and the Air Force
TM 5-809-10/NAVFAC
P-355/AFM 88-3, Ch. 13
TM 5-1300/NAVFAC
P-397/AFM 88-22
Seismic Design for Buildings.
Structures to Resist the Effects
of Accidental Explosions.
Departments of the Army and the Air Force
TM 5-809-1/AFM 88-3, Ch. 1
TM 5-809-2/AFM 88-3, Ch. 2
TM 5-811-1/AFM 88-9, Ch. 1
TM 5-813-1/AFM 88-10, Vol. 1
TM 5-813-4/AFM 88-10, Vol. 4
TM 5-814-1/AFM 88-11, Vol. l
TM 5-814-2/AFM 88-11, Vol. 2
TM 5-814-3/AFM 88-11, Vol. 3
Structural Design Criteria-Loads.
Structural Design for Buildings-Materials.
Electric Power Supply and Distribution.
Water Supply: Sources and General Considerations.
Water Supply: Water Storage.
Sanitary and Industrial Waste-water Collection - Gravity Sewers and
Appurtenances.
Sanitary and Industrial Waste-water Collection - Pumping Stations and Force
Mains.
Domestic Wastewater Treatment.
Department of the Navy
NAVFAC DM-7.1
NAVFAC DM-7.2
NAVFAC DM-73
NAVFAC DM-22
NAVFAC DM-26.1
NAVFAC DM-26.2
NAVFAC DM-26.3
NAVFAC DM-26.4
NAVFAC DM-26.5
NAVFAC DM-26.6
Soil Mechanics.
Foundations and Earth Structures.
Soil Dynamics, Deep Stabilization, and Special Geotechnical Construction.
Petroleum Fuel Facilities, Underground Concrete Storage Tanks.
Harbors.
Coastal Protection.
Coastal Sedimentation and Dredging.
Fixed Moorings.
Fleet Moorings.
Mooring Design Physical and Empirical Data.
A-1
TM 5-809-6/AFM 88-3, Chap. 6
Department of the Army
TM 5-312
TM 5-810-1
TM 5-855-1
TM 5-858-1
TM 5-858-2
TM 5-858-3
TM 5-858-5
TM 5-858-8
TM 5-811-6
FM 5-36
Military Fixed Bridges.
Mechanical Design: Heating, Ventilating and Air Conditioning.
Fundamentals of Protective Design for Conventional Weapons
Designing Facilities to Resist Nuclear Weapon Effects - Facilities System
Engineering.
Designing Facilities to Resist Nuclear Weapon Effects - Weapon Effects.
Designing Facilities to Resist Nuclear Weapon Effects - Structures TM 5-8584 Designing Facilities to Resist Nuclear Weapon Effects - Shock
Isolation Systems.
Designing Facilities to Resist Nuclear Weapon Effects - Air
Entrainment, Fasteners, Penetration
Protection, Hydraulic-Surge Protective Device, EMP Protective
Devices.
Designing Facilities to Resist Nuclear Weapon Effects - Illustrative Examples.
Electric Power Plant Design.
Route Reconnaissance and Classification.
Corps of Engineers, Coastal Engineering Research Center, (CERC), Kingman Building, Fort Belvoir, VA 22060
Shore Protection Manual, Volumes I, II, and m.
Nongovernment Publications
Aluminum Association, 900 19th Street, NW, Suite 300, Washington, DC 20006
SAS 30-86
Specifications for Aluminum Structures
American Association of State Highway and Transportation Officials (AASHTO), 444 North Capitol Street, NW, Suite
225, Washington, DC 20001
HB-13-83
Standard Specifications for Highway Bridges,
American Concrete Institute (ACI), P.O. Box 19150, Redford Station, Detroit, MI 48219-0150
307-88
313-77 (Revised 1983)
318-89
343R-88
344R-70 (Reapproved 1981)
344R-T
344R-W
346-81
346R-81
350R-89
357R-84
357.1R-85
357.2R-88
544.1R-82 (Revised 1986)
A-2
Concrete - Design and Construction of Cast-in-Place
Reinforced Concrete Chimneys.
Recommended Practice for Design and Construction of Concrete
Bins, Silos, and Bunkers for Storing Granular Materials.
Building Code Requirements for Reinforced Concrete.
Analysis and Design of Reinforced Concrete Bridge Structures.
Design and Construction of Circular Prestressed Concrete Structures.
Design and Construction of Circular Prestressed Concrete Structures
with Circumferential Tendons.
Design and Construction of Circular Wire and Strand Wrapped
Prestressed Concrete Structures.
Standard Specification for Cast-in-Place Nonreinforced Concrete Pipe.
Recommendations for Cast-in-Place Nonreinforced Concrete Pipe.
Environmental Engineering Concrete Structures.
Guide for the Design and Construction of Fixed Offshore Concrete
Structures.
State-of-the-Art Report on Offshore Concrete Structures for the Arctic.
State-of-the-Art Report on Bargelike Concrete Structures.
State-of-the-Art Report on Fiber Reinforced Concrete.
TM 5-809-6/AFM 88-3, Chap. 6
544.2R-78 (Revised 1983)
544.3R-84
544.4R-88
SP-81
SP-105
Measurement of Properties of Fiber Reinforced Concrete.
Guide for Specifying, Mixing, Placing, and Finishing Steel Fiber
Reinforced Concrete.
Design Considerations for Steel Fiber Reinforced Concrete.
Fiber Reinforced Concrete- International Symposium.
Fiber Reinforced Concrete Properties and Applications.
American Institute of Steel Construction (AISC), 400 North Michigan Avenue, Chicago, IL 60611-4185
Highway Structures Design Handbook, Volumes I and II, (1986).
Specification for Structural Steel Buildings Allowable Stress Design and Plastic Design including Commentary
(1989).
American Institute of Timber Construction (AITC), 11818 SE Mill Plain Boulevard, Suite 415,
Vancouver, WA 98684
Timber Design Handbook (1974 and Errata).
American Iron and Steel Institute (AISI), 1000 16th Street, NW, Washington, DC 20036
SG-861-83
PS 268-685-5M-SL
PS 291-582-10M-NB
Handbook of Steel Drainage & Highway Construction Products,
Design of Plate Structures,
Steel Tanks for Liquid Storage,.
American National Standards Institute (ANSI), 1430 Broadway, New York, NY 10018
A58.1-1982
Minimum Design Loads for Buildings and Other Structures.
American Petroleum Institute (API), 1220 L Street, NW, Washington, DC 20005
RP 2A-87
620-82
650-88
RP 1102-81
1104-88
RP 1110-81
1615-79
1632-83
2000-82
Recommended Practice for Planning, Designing and Constructing
Fixed Offshore Platforms.
Design and Construction of Large, Welded, Low-Pressure Storage
Tanks.
Welded Steel Tanks for Oil Storage.
Liquid Petroleum Pipelines Crossing Railroads and Highways.
Welding of Pipelines and Related Facilities.
Pressure Testing of Liquid Petroleum Pipelines.
Installation of Underground Petroleum Storage Systems.
Cathodic Protection of Underground Petroleum Storage Tanks
and Piping Systems.
Venting Atmospheric and Low-Pressure Storage Tanks
(Nonrefrigerated and Refrigerated).
American Railway Engineering Association (AREA), 50 F Street, NW, Suite 7702, Washington, DC 20001
Manual for Railway Engineering (Fixed Properties), Volumes I and II, (1988-89).
American Society of Civil Engineers (ASCE), 345 East 47th Street, New York, NY 10017
Design and Construction of Steel Chimney Liners.
Design of Steel Transmission Pole Structures, (ST12 - Dec 1974).
Guide for the Design and Use of Concrete Poles.
Water Treatment Plant Design.
52-71
Design of Steel Transmission Towers.
368-83
Seismic Response of Buried Pipes and Structural Components.
402-84
Tunnel Lining Design.
A-3
TM 5-809-6/AFM 88-3, Chap. 6
418-84
428-84
Pipeline Materials and Design.
Seismic Design of Oil and Gas Pipeline Systems.
American Society of Mechanical Engineers (ASME), 345 East 47th Street, New York, NY 10017
B31.8-86
Gas Transmission and Distribution Piping Systems.
STS-1-1986
Steel Stacks.
American Society for Testing and Materials (ASTM), 1916 Race Street, Philadelphia, PA 19103
A 36/A 36M-88c
A 53-89
A 242/A 242M-88
A 500-89
A 572/A 572M-8&
A 588/A 588M-88a
A 666-88
A 690/A 690M-88
B 745/B 745M-89
C 76-89
C 478-90
C 789-88
C 850-88
C 857-87
C 858-83
Structural Steel.
Pipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded and Seamless.
High-Strength Low-Alloy Structural Steel.
Cold-Formed Welded and Seamless Carbon Steel Structural Tubing
in Rounds and Shapes.
High-Strength Low-Alloy Columbium-Vanadium Steels of Structural
Quality.
High-Strength Low-Alloy Structural Steel with 50 ksi [345 MPa]
Minimum Yield Point to 4 in. [100 mm] Thick.
Austenitic Stainless Steel, Sheet, Strip, Plate, and Flat Bar for
Structural Applications.
High-Strength Low-Alloy Steel H-Piles and Sheet Piling for Use
in Marine Environments.
Corrugated Aluminum Pipe for Sewers and Drains.
Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe.
Precast Reinforced Concrete Manhole Sections.
Precast Reinforced Concrete Box Sections for Culverts, Storm
Drains, and Sewers.
Precast Reinforced Concrete Box Sections for Culverts, Storm
Drains, and Sewers with Less Than 2 ft. of Cover Subjected to
Highway Loadings.
Minimum Structural Design Loading for Undergroud Precast
Concrete Utility Structures.
Underground Concrete Utility Structures.
American Water Works Association (AWWA), 6666 West Quincy Avenue, Denver, CO 80235
D100-84
D103-87
D110-86
D120-84
M9-79
M11-85
Welded Steel Tanks for Water Storage.
Factory Coated Bolted Steel Tanks for Water Storage.
Wire-Wound Circular Prestressed-Concrete Water Tanks.
Thermosetting Fiberglass-Reinforced Plastic Tanks.
Concrete Pressure Pipe.
Steel Pipe-a Guide for Design and Installation.
Conveyor Equipment Manufacturers Association (CEMA), 932 Hungerford Drive, Suite 36, Rockville, MD 20850
Belt Conveyors for Bulk Materials.
Electronic Industries Association (EIA), 2001 Eye Street, NW, Washington, DC 20006
222-D-86
Structural Standards for Steel Antenna Towers and Antenna
Supporting Structures.
Institute of Electrical and Electronics Engineers (IEEE), 345 East 47th Street, New York, NY, 10017
C2-87
A-4
National Electrical Safety Code and Interpretations.
TM 5-809-6/AFM 88-3, Chap. 6
National Electrical Manufacturers Association (NEMA), 2101 L Street, NW, Washington, DC 20037
SG-6-79
Power Switching Equipment.
National Fire Protection Association (NFPA), Publications Department, Batterymarch Park, Quincy, MA 02269
211-88
Standard for Chimneys, Fireplaces, Vents and Solid Fuel Burning
Appliances.
National Forest Products Association, 1250 Connecticut Avenue, NW, Suite 200, Washington, DC 20036
National Design Specification for Wood Construction (1986 and Supplement).
Portland Cement Association (PCA), 5420 Old Orchard Road, Skokie, IL 60077-1083
EB001T
IS003.02D
IS072.01D
Design and Control of Concrete Mixtures.
Rectangular Concrete Tanks.
Circular Concrete Tanks without Prestressing.
Precast/Prestressed Concrete Institute (PCI), 175 West Jackson Boulevard, Chicago, IL 60604
JR-3M
MNL-120-85
MNL-126-85
MNL-128-87
Recommended Practice for Precast Prestressed Concrete Circular
Storage Tanks.
Design Handbook-Precast and Prestressed Concrete.
Manual for the Design of Hollow Core Slabs.
Recommended Practice for Glass Fiber Reinforced Concrete Panels.
Sheet Metal and Air Conditioning Contractors* National Association (SMACNA), P.O. Box 70, Merrifield VA 22116
Accepted Industry Practice for Industrial Duct Construction.
Guide for Steel Stack Design and Construction.
Rectangular Industrial Duct Construction Standards.
Round Industrial Duct Construction Standards.
Steel Tank Institute (STI), 728 Anthony Trail, P.O.Box 4020, Northbrook, IL 60065
Dual Wall Underground Steel Storage Tanks.
sti-P3 Specification and Manual for External Corrosion Protection of Underground Steel Storage Tanks.
Recommended Practice for Optional Interior Corrosion Control System for Steel Tanks.
Guideline for Underground Piping for Fuel Storage Tanks.
Water Pollution Control Federation (WPCF), 2626 Pennsylvania Avenue, NW, Washington, DC 20035
MOP8CTG-77
MOP9CTG-69
Wastewater Treatment Plant Design.
Design and Construction of Sanitary and Storm Sewers (Joint
publication with ASCE).
Textbooks and Handbooks
Suresh C. Arya, Michael W. O*Neill, and George Pincus, Design of Structures and Foundations for Vibrating Machines,
Gulf Publishing Company, Houston, TX, 1979.
Omer W. Blodgett, Design of Welded Structures, The lames F. Lincoln Arc Welding Foundation,
Cleveland, OH, 1966.
A-5
TM 5-809-6/AFM 88-3, Chap. 6
Joseph E. Bowles, Foundation Analysis and Design, Second Edition, McGraw-Hill Book Company,
New York, NY, 1977.
Braja M. Das, Principles of Foundation Engineering, Wadsworth, Inc., Belmont, CA, 1984.
Mark Fintel, Handbook of Concrete Engineering, Second Edition, Van Nostrand Reinhold Company,
New York, NY, 1985.
Edwin H. Gaylord & Charles N. Gaylord, Structural Engineering Handbook, Second Edition, McGraw-Hill
Book Company, New York, 1979.
G. A. Leonards, Foundation Engineering, McGraw-Hill Book Company, 1962.
M. Reimbert & A. Reimbert, Silos: Theory & Practice, (Bulk Materials Handling Ser: Vol. 1, No. 3),
Trans Tech, Germany, 1976.
A-6
TM 5-809-6/AFM 88-3, Chap. 6
The proponent agency of this publication is the Office of the Chief of Engineers, United States
Army. Uses are invited to send comments and suggested improvements on DA Form 2028
(Recommended Changes to Publications and Blank Forms) to HQUSACE, (CEMP-ET),
WASH DC 20314-1000.
By Order of the Secretaries of the Army and the Air Force:
Official:
GORDON R. SULLIVAN
General, United States Army
Chief of Staff
MILTON H. HAMILTON
Administrative Assistant to the
Secretary of the Army
Official:
MERRILL A. McPEAK, General, USAF
Chief of Staff
EDWARD A. PARDINI, Colonel, USAF
Director of Information Management
Distribution:
Army: To be distributed in accordance with DA Form 12-34-E, requirements for nonequipment technical
manuals.
Air Force: F
jU.S. GOVERNMENT PRINTING OFFICE : 1992 0 - 311-831 (44139)
PIN:
005325-000